11-532-0094 �--4," CONC. SLAB
-� 2 #5 CONT. 6 MIL POLYETHYLENE
VAPOR BARRIER
TYPICAL THICKENED EDGE
4�
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4
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TO FTG. DETAIL
FOOTING (SEE SCHEDULE
FOR SIZE & REINFORCING)
FOR VERT. REINF. SPACING
AND SIZE SEE PLAN
AND SCHEDULE
8" CCNC, BLOCK WALL
2 #7 X 3` -6" LONG DOWELS
DRILL INTO EXIST, CONC, CO
SET IN EPDXY HIT HY 15
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2.
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4
4-j
EXIST,
MASON[
SEE SCHED.
TIE COLI TuW DETAIL
5
NEW TIE BEAM
SEE PLAN AND SCHED
IEW MASONRY
JALL
LOAD BEARING REINF
CMU WALL
2 #7 X 3' -6„ LONG DOWELS
DRILL INTO EXIST. CONC. COLUMN AND
SET IN EPDXY HIT HY 150 BY HILTI
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STRUCTURAL NOTE S
REINF. TWO CELLS _ CONCRETE COVERAGE UNLESS OTHERWISE NOTED OR SHOWN:
AT WALL INTERCEPTION IN ACCORDANCE WITH ASCE 7 -05 AND F.B.C. 2007 W /SUPPLEMENTS
CL
TWICAL WALL FOOTING DETAIL AT D,.
Aimee Rodriguez,
Structural Engineer
aimee—engfl@yahoo.com
786. •
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FOUNDATIONS'
EXTERIOR CORNERS SHALL HAVE CORNER BARS, ONE TOP AND ONE BOTTOM, BENT AT
WINDOW /DOOR OPENING
SEE PLAN
MID —POINT AS SHOWN IN TYPICAL BEAM CORNER DETAIL..
s
THAN 4 "
LADUR TYPE DUR —O —WAL REINF,
THE SOIL CONDITIONS AT THIS SITE ARE ADEQUATE TO SUPPORT THE DESIGN LOAD
LESS -0"
SEE GENERAL NOTES
OF 2000 PSF, SHOULD OTHER CONDITIONS OR MATERIALS BE ENCOUNTERED, THE
MASONRY �ss/^� A � + ^t ^�
�. \f.Lt1A7l.d � YY 1�.LL �<L VR�.r11V V DETAIL
ENGINEER (ARCHITECT) SHALL BE NOTIFIED BEFORE PROCEEDING WITH THE WORK.
REINFt)RCING STEEL:
SHALL BE DEFORMED BARS. FREE FROM LOOSE RUST AND SCALE AND CONFORM -
N.T.S.
DOWEL ALL COLUMNS TO FOUNDATIONS WITH BARS OF SAME SIZE AND NUMBER AS
ING TO ASTM A 615, GRADE 60, COLUMN AND BEAM TIES SHALL CONFORM
IN COLUMN. DOWEL SPLICE 36 DIAMETER MINIMUM,
TO ASTM A 615, GRADE 60.
REINFORCING STEEL SHALL BE BENT, LAPPED AND SPLICED IN ACCORDANCE WITH A, C. L
#4x6` -0" C)24° C/"C
MASONRY:
STANDARD DETAILS AND SPECIFICATIONS, MINIMUM LAP = V -0 ".
KEYWAY
ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD BEARING WALLS, U.O.N.
MASONRY WALLS SHALL BE IN PLACE BEFORE THE SLABS AND BEAMS SUPPORTED
CONCRETE SLABS/MONOLFTIUC FOOTINGS ONFILL:
BY THEM ARE POURED AS WELL AS THE CONCRETE TIE COLUMNS FRAMING THEM.
APPLY BONDING AGENT BETWEEN POURS
FILL FOR FLOOR SLABS SHALL BE PLACED IN 12" LAYERS AND ROLLED AND /OR
ALL MASONRY CONSTRUCTION TO BE IN ACCORDANCE WITH THE PROVISIONS OF
COMPACTED TO A MINIMUM FIELD DENSITY OF 95% AS MEASURED BY THE "MODIFIED
URS TOPICAL CONSTRUCTION JOINT DETAIL (C.J.)
ACI 530 /ASCE5, BUILDING CODE REQUIREMENT FOR MASONRY STRUCTURES,
PROCTOR TEST "' ALL FILL SHALL BE CLEAN SAND OR SAND /ROCK MIXTURE FREE OF
COMMENTARY ON BUILDING CODE REQUIREMENT FOR MASONRY STRUCTURES AND
ORGANIC OR OTHER DELETERIOUS MATERIALS,
BRIC @ MIDDLE
PROVISIONS OF THE FLORIDA BUILDING CODE.
/3 OF SLAB SLAB ON
GRADE JOINT
DETAILS
REINFORCING IN SLABS ON FILL SHALL BE 6x6- W1,4xW1.4 W,W.F. REINFORCING PLACED
ALL BLOCK WALLS SHALL BE TWO CELL HOLLOW CONCRETE MASONRY BLOCK
N.T.S.
MANUFACTURED IN CONFORMANCE WITH ASTM C -90, MINIMUM COMPRESSIVE
OVER A MAT OF #3 @24" E.W. PROVIDING 2" TOP COVER, CONCRETE SLABS ON FILL SHALL
STRENGTH FOR MASONRY WALLS "F "m" SHALL BE 1500 PSI (U,O.N,) BASED ON A
BE PLACED OVER A 6 MIL POLYETHYLENE VAPOR BARRIER.
UNIT MASONRY COMPRESSIVE STRENGTH OF 1900 PSI. ALL CMU WALLS MORTAR
SHALL CONFORM TO ASTM 270 TYP "M".
PROVIDE CONTRACTION JOINTS ON OR NEAR COLUMN LINES WITH INTERMEDIATE JOINTS
WAL
LOCATED BETWEEN COLUMN LINES TO PROVIDE A MAXIMUM DISTANCE BETWEEN JOINTS OF
SEE FLOOR PLANS FOR SCHEDULED WALL AND TYPICAL DETAILS FOR CONNECTION
15 FEET, WITH THE RESULTING PANELS BEING APPROXIMATELY SQUARE, CONCRETE
C.J, /CONTROL .JOINT
INFORMATION, SEE FLOOR PLANS FOR EXTERIOR CMU WALL VERTICAL REINFORCING,
POURING SHOULD BE ARRIED OUT BY PLACING CONCRETE IN CONTINUOUS STRIPS OF NOT
MORE THAN 15 FEET IN WIDTH. CONSTRUCTION JOINTS ARE TO BE LOCATED IN THE SLAB
CMU VERTICAL REINFORCING IS TO BE PLACED IN FINE MASONRY GROUT — FILLED
WHERE THE CONCRETING OPERATIONS ARE CONCLUDED FOR THE DAY. JOINT LOCATION TO
3ARRIER C14
CN
CELLS. FINE MASONRY GROUT MUST COMPLY WITH ASTM C476 (LATEST VERSION).
BE IN GENERAL CONFORMANCE WITH THE CONTRACTION JOINT LAYOUT, PROVIDE BURKE
.� (�I FILL W/CONC. ISOLATION JOINT ��°
,�
WATER /CEMENTITIOUS MATERIAL RATIO SHALL FALL BETWEEN 0.57 -- 0,65, SO THAT
KEYED COLD JOINTS AT THESE LOCATIONS. SEE TYPICAL DETAILS,
S.C.J.
WHEN EXCESS MOISTURE IS ABSORBED BY THE CMU UNITS, THE RESULTANT
FILL W/ CONC.
STRENGTH IS NOT LESS THAN 3000 PSI, SUBMIT A PRISM TEST WITH THE DESIGN
SPLICES IN MONOLITHIC FOOTING REINFORCING BARS SHALL BE NOT LESS THAN 36 BAR
ISOLATION JOINT
MIX, INDICATING FINAL STRENGTH CHARACTERISTICS,
DIAMETERS AND REINFORCING SHALL BE CONTINUOUS AROUND ALL CORNERS AND
ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD NO, 9
CHANGES IN DIRECTION. CONTINUITY SHALL BE PROVIDED BY BENDING THE LONGITUDINAL
C.J. /CCNTROL JOINT
LADDER -TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE. EXTEND
REINFORCING A MINIMUM OF 4 INCHES INTO ALL COLUMNS,
STEEL AROUND THE CORNER 48 BAR DIAMETERS OR BY ADDING MATCHING REINFORCING
ICH SHALL EXTEND 48 BAR DIAMETERS IN EACH DIRECTION.
CLEAN OUTS AT BOTTOM OF EACH LIFT OF REINFORCED CELLS SHALL BE PROVIDED,
C.J. /CONTROL J
PROVIDE 20 GAGE HOT— DIPPED GALVANIZED DOVETAIL SLOTS VERTICALLY IN
WELDED FABRIC:
STRUCTURAL COLUMNS (AND TIE COLUMNS NOT PLACED INTEGRALLY WITH CMU
SHALL CONFORM TO ASTM A185 AND BE PLACED AND SUPPORTED IN ACCORDANCE
WALLS) AND TIE MASONRY INTO COLUMNS WITH 1 IN. x 8 IN. x 16 GAUGE
WITH ACI 301 RECOMMENDATIONS,
CORRUGATED HOT — DIPPED GALVANIZED DOVETAIL ANCHORS,
LAP DOVETAIL ANCHORS WITH STANDARD HOT — DIPPED GALVANIZED 9 GAGE
ENGRiEER WOOD TRUSSES:
TY?ICAL ISOLATION JOINT DETAILS AT
LADUR —TYPE DUR —O —WAL WITH CROSS RODS SPACED AT 16° C/C FOR REINFORCED
MASONRY WALL. PLACE DOVETAIL ANCHOR AND DUR —O —WAL EVERY OTHER BLOCK
STRUCTURAL WOOD COMPONENTS (BEAMS. JOISTS, RAFTERS, ETC.) SHALL HAVE THE
�;OLj.,T
( WALLS.
COURSE.
MINIMUM ALLOWABLE FIBER STRESSES OF NO, I SOUTHERN PINE CONFORMING TO THE
IISTING FOOTING
LATEST EDITION OF NDS.
FREESTANDING MASONRY `"!ALES, PARAPETS, ETC., SHALL HAVE AN 8" x 8"
CONCRETE CAP, REINFORCED WITH 2 #5 CONTINUOUS (U.O.N.).
ENGINEERED WOOD TRUSS SYSTEMS SHALL BE DESIGNED BY SUPPLIER'S SPECIALTY
REFER TO "TYPICAL REINFORCING PLACEMENT AT WINDOW OPENINGS" ON 5-1 FOR
ENGINEER TO CONFIGURATION AND LOAD- CARRYING CAPACITY SHOWN ON DRAWINGS AND
CONCRETE TB
ADDITIONAL CMU REINFORCING INFORMATION.
SPECIFICATIONS, ALTERNATE TRUSS LAYOUTS ARE ACCEPTABLE ONLY AS CHANGE ORDER
I REINFORCEMENT #3 @12" EXTEND REINF. MAX.
WHICH WILL. INCLUDE ENGINEERING CHARGES FOR REDESIGN OF THE STRUCTURE BY THE
SEE SCHEDULE �.,, AT TB DROP CONIC. TB
ARCHITECTURAL MASONRY PEERS NOT DETAILED SHALL HAVE 1 #6 IN GROUT- F(LEED
ENGINEER OF RECORD, SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION.
�- OVER OPENING TCi TIP OF TB(TYP,} SEE PLAN
CELLS AT EACH CORNER AND AN 8°" THICK CONCRETE CAP WITH #4 @ 8" O.C.
SHOP DRAWINGS SHALL SHOW AND SPECIFY CONNECTOR TYPES UTILIZED WITHIN TRUSSES,
DETAIL
-EACH WAY - CENTER OF SLAB.
AS WELL AS CONNECTORS UTILIZED IN OTHER CONNECTIONS AND ATTACHMENTS BETWEEN
TRUSSES OR COMPONENTS SUPPLIED AS PART OF THE ENGINEERED TRUSS SYSTEM, AN
PROVIDE SHOP DRAWINGS FOR APPROVAL, INDICATING LOCATIONS OF REINFORCED
ERECTION DRA`NfNG SHALL BE INCLUDED, IDENTIFYING TRUSS SYSTEM COMPONENTS, AS
GROUT - FILLED CMU CELLS AND MORTAR - FILLED CELLS ADJACENT TO
WELL AS PERMANENT BRACING REQUIRED FOR TRUSS DESIGN.
CAST -IN -PLACE COLUMNS AND WALLS, WITH DETAILS FOR DOVETAIL SLOTS AND
ANCHORS. 1 ENGINEERED SHOP DRAWINGS SHALL BEAR THE SIGNATURE AND IMPRESSED SEAL OF A
r
LOCATION OF MASONRY WALLS, WINDOW AND DOOR OPENINGS AND ANY OTHERl�j
r REGISTERED PROFESSIONAL ENGINEER AS THE SPECIALTY ENGINEER,
Q
MASONRY FEATURES ARE TO BE COORDINATED WITH ARCHITECTURAL DRAWING$
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Tv
PLOOD ROOF SHEATING IS DESIGNED AS A DIAPHRAGM AND SHALL COMPLY WITH
� ABLE PROVISIONS OF CHAPTER 23 OF THE FLORIDA BUILDING CODE, UNLESS
cn
STRUCTURAL STEEL
SHO 0 OTHERNSE, SPAN RATED PANELS SHALL BE FASTENED TO NOMINAL 2x
=n.
SOUTHERN PINE FRAMING SPACED UP TO 24" O/C IN.
ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANC TOY
EXIST. TB
�a
LATEST A. I, S. C. SPECIFICATIONS, STEEL SHALL CONFORM TO A. S. T, bM A -36
-,N
CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS AS SHOWN
(36,QOQ P. S. I. MIN YIELD.) PROVIDE ONE SHOP COAT OF RUST INHIBWTIVE�'ttt
ON > STRUCTURAL DRAWINGS, SHALL BE PROTECTED OR PRESSURE TREATED IN
TOUCH UP FIELD ti "vcLDS WITH SAME PAINT AS SHOP COAT, SUBMIT SHOP
C R DANCE WITH AMERICAN WOOD PRESERVERS` ASSOCIATION STANDARDS, MEMBER
#3 @ 16" C.G.
DRAWINGS FOR REVIEW BY ARCHITECT OR ENGINEER PRIOR TO FABRICATION.
SIZES _SHO � ARE NOMINAL UNLESS NOTED OTHERWISE.
$'
MIN $" RIN
ALL STRUCTURAL TUBING SHALL BE CONCRETE FILLED AND CONFORM TO A.S.T,M.
ADD 2 7 BOTTOM
48"
j
A -500, (FY =46 K,S,I.). PROVIDE 1/4" DIA. PRESSURE RELIEF HOLES IN EACH
GENERAL NOTES
IF h 7 ADD INSTEAD
2#8 BOTTOM
COLUMN, AT TOP, BOTTOM AND MIDPOINT.
ALL WORK SHALL BE DONE IN ACCORDANCE TO THE "FLORIDA BUILDING CODE".
------ - ---- -------
r-li
#4 CONT.
BAR 4" CONC, SLAB ON WELL COMPACTED
W/" 6 x 6 — W1.4 x W1.4 W.W.F. )
FILL CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS IN FIELD AND
NOTIFY ARCHITECT OR ENGINEER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH
EXIST, CMU
OPENING IN WAL
SAND FILL
(FILL GROOVE W/ APPROVED SEALANT)
WORK, ALL DIMENSIONS SHALL BE VERIFIED IN FIELD,
8" CONIC.
4
BLOCK WALL
4
CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER OF ANY
00
ea
CONDITIONS WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE,
GRADE
I
OR CAUSE DISTRESS OF STRUCTURE,
IPEN SHELL OF
�� 6 MIL POLYETHYLENE
ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL
XIST, C.M.U, AND FILL CMU LOAD DROP TB OVER OPENING
ICNCLITHIG WITH SC CONCRETE COL. OR REINF.
VAPOR BARRIER
°�
AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATIONS AT OTHERS
BEARING WHEN TB DEPTH EXCEEDS 36" MASONRY COLUMN AT
. �, . -
LOCATIONS THAN THAT SPECIFICALLY INDICATED,
)R CONCRETE COL. WALL ADD SKIN REINFORCEMENT BOTH SIDES OF OPENING
,; �
.4
COMPACTED FILL
( #4 BARS @ d/6 EA. FALL)
.a.
TO THE BEST OF THE ENGINEER'S KNOWLEDGE, THIS STRUCTURAL PLAN AND
'4 7JI7
FOOTING (SEE FND. PLAN}
SPECIFICATIONS HAVE BEEN DESIGNED IN ACCORDANCE NTH THE FLORIDA BUILDING CODE
_ w Ti TTT!" A T TT°T°! TIT A l L T111 P"!T\ T \7'?T A TT
6
AND WIND DESIGN LOADS IN ACCORDANCE TO ASCE7 -05.
CL
TWICAL WALL FOOTING DETAIL AT D,.
Aimee Rodriguez,
Structural Engineer
aimee—engfl@yahoo.com
786. •
we